JPH05340002A - Construction method for steel construction building with large outrigger girder - Google Patents
Construction method for steel construction building with large outrigger girderInfo
- Publication number
- JPH05340002A JPH05340002A JP15050592A JP15050592A JPH05340002A JP H05340002 A JPH05340002 A JP H05340002A JP 15050592 A JP15050592 A JP 15050592A JP 15050592 A JP15050592 A JP 15050592A JP H05340002 A JPH05340002 A JP H05340002A
- Authority
- JP
- Japan
- Prior art keywords
- girder
- steel
- construction
- projecting
- load
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Landscapes
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
Description
【０００１】[0001]
【産業上の利用分野】この発明は、上部構造部分の積載
荷重（長期鉛直荷重＝デッドロード、ライブロード）が
負荷される長大なはね出し大梁をもつ鉄骨造建物の建築
に実施される施工法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention is applied to the construction of a steel framed building having a large projecting girder with a heavy load (long-term vertical load = dead load, live load) on the superstructure. Concerning the law.
【０００２】[0002]
【従来の技術】上部構造部分の積載荷重を負担する長大
なはね出し大梁をもつ鉄骨造建物の建築においては、施
工の各段階で積載荷重の増加とともに漸次発生し増大す
る梁の撓みをどう制御するかが重要な課題である。この
ような課題に関する従来の技術として、特公昭６１ー２
３３３３号（特許第１３５８５３０号）公報には、長大
スパンの梁に外装材、屋根材等の荷重を負担させる鋼構
造物の施工にあたり、予め梁にむくりをつけておき、こ
の梁に先行荷重を加えて変形を予め起こさせ、しかる後
に外装材、屋根材等を施工し、そうした荷重の増加に伴
い先行荷重を漸減的に解除する施工法が開示されてい
る。2. Description of the Related Art In the construction of a steel-framed building having a large projecting large beam that bears the load of superstructures, how is the beam bending gradually increasing and increasing with the load at each stage of construction? Control is an important issue. As a conventional technique relating to such a problem, Japanese Patent Publication No. 61-2
Japanese Patent No. 3333 (Patent No. 1358530) discloses that when a steel structure that makes a long span beam bear a load such as an exterior material and a roof material, the beam is preliminarily trimmed, and the beam is preloaded. There is disclosed a construction method in which deformation is caused in advance, exterior materials, roofing materials, and the like are subsequently constructed, and the preceding load is gradually released as the load increases.
【０００３】また、特開平２ー１３６４４５公報には、
むくりをつけた梁（スーパーフレーム）を組み立て、同
梁の中間部を下方へ引張って前記むくりを戻すように変
形させ、この梁の上に上部架構を構築し、その構築を完
了した結果引張力が消失している前記の引張り材を撤去
する、スーパーフレームを含む構造物の構築方法が開示
されている。Japanese Patent Laid-Open No. 2-136445 discloses that
Assembling a beam (superframe) with peeling, pulling the middle part of the beam downward and deforming it so as to return the peeling, constructing the upper frame on this beam, the result of completing the construction Disclosed is a method of constructing a structure including a superframe, in which the above-mentioned tensile member from which the tensile force has disappeared is removed.
【０００４】特開平３ー１２２３３３号公報には、建物
の複数階分の階高位置に長大スパンの梁（スーパーフレ
ーム）をむくりをつけて構築し、この梁の上に３階分ぐ
らいを構築単位とする上部構造部分を構築し、前記上部
構造部分における梁中央部の柱の上端部と、前記梁の両
端部との間に複数本のケーブルを山形に張り渡し、同ケ
ーブルに油圧ジャッキで引張力を付与し、同ケーブルに
作用する引張力の合力（下向きの力）で前記柱を介して
前記長大スパン梁のむくりを戻すように変形させる、梁
の変形制御方法が開示されている。In Japanese Patent Laid-Open No. 122322/1993, a beam with a long span (superframe) is built up at the height position of a plurality of floors of a building, and about three floors are built on this beam. Build an upper structure part as a building unit, and stretch a plurality of cables in a mountain shape between the upper end of the pillar at the center of the beam in the upper structure part and both ends of the beam, and hydraulically jack the cables. A method of controlling deformation of a beam is disclosed, in which a tensile force is applied by, and a resultant force of the tensile force acting on the cable (downward force) is used to deform the long-span beam so as to restore the peeling of the long-span beam. There is.
【０００５】更に、特開平４ー８３０３６号公報には、
長大スパンの大梁（スーパーフレーム）を所定のむくり
をつけて組立て、前記長大スパン大梁と下層部分との間
に垂直な反力フレーム鉄柱を設け、かつ油圧ジャッキを
設置し、前記油圧ジャッキを駆動させて前記長大スパン
大梁を水平に強制変形させ、その後に前記長大スパン大
梁の上に上部構造部分を構築し、上部構造部分の積載荷
重の増加により前記油圧ジャッキによる先行荷重が零と
なった後に前記油圧ジャッキ及び反力フレーム鉄柱を撤
去する、長大スパン梁を用いた高層建物の施工法が開示
されている。Further, Japanese Patent Laid-Open No. 4-83036 discloses that
Assemble long span span girders (super frames) with a predetermined strip, install a vertical reaction frame iron pillar between the long span span girder and the lower layer, and install a hydraulic jack to drive the hydraulic jack. After that, forcibly deforming the long span girder horizontally, and then constructing an upper structural part on the long span girder, and after the leading load by the hydraulic jack becomes zero due to an increase in the load of the upper structural part. A method of constructing a high-rise building using long span beams is disclosed, in which the hydraulic jack and the reaction force frame iron column are removed.
【０００６】[0006]
【本発明が解決しようとする課題】 上記特公昭６１−２３３３３号公報に記載された施
工法は、多数の引張機構を使用し、且つ外装材、屋根材
等の荷重の増加に伴い、先行荷重を漸減的に解除する操
作を伴うので、解除操作の手間及び荷重相殺（解除）の
コントロールが複雑で難しく、省力化、省人化を図り難
い欠点がある。 上述した他の施工法は、先行荷重の解除を特に必要
としていないが、例えば特開平３−１２２３３３号公報
記載の施工法は、山形に張り渡した多数のケーブルに、
中央の柱に転倒モーメントを生じさせないように左右バ
ランス良く引張力を導入し作用させるための構造及び制
御方法が難しいという問題がある。 従来の上述した施工技術はいずれも、上部居室のデ
ッドロード、ライブロードを負担する長大なはね出し大
梁が、各施工段階で積載荷重が増加するのに比例してた
わみ量を増大し、特にはね出し大梁の先端部に大きな変
形を発生させる結果となり、 ａ）鉄骨建方精度を確保できない、 ｂ）床スラブコンクリートを水平に打設できない、 ｃ）外装パネル取付け位置が変形して取付けをうまくで
きない、 ｄ）床スラブのはね出し部先端部に亀裂が発生する、 等々の構造上及び施工上の大きな障害を解決する内容に
はなっていない。その解決のためには引張機構が多数に
なって管理が複雑で難しくなり、手間が多くかかって高
いコストが発生する。しかも引張機構の周辺には外装工
事、仕上工事、外構工事に着手することができない大き
なエリアが発生し、工事に支障をきたすので、これらの
点が本発明の解決すべき課題になっている。[Problems to be Solved by the Invention] The construction method described in Japanese Patent Publication No. 61-23333 uses a large number of tensioning mechanisms, and the preceding load is increased as the load of the exterior material, roof material, etc. increases. Since it is accompanied by an operation of gradually reducing the load, there is a drawback that it is difficult to control the time and effort for the release operation and the load cancellation (release), and it is difficult to save labor and labor. The other construction methods described above do not require the release of the preceding load in particular, but the construction method described in JP-A-3-122333, for example, is used for a large number of cables stretched in a mountain shape.
There is a problem that it is difficult to have a structure and a control method for introducing and acting a tensile force in a right-left balance so as not to generate a falling moment in the central column. In all of the above-mentioned construction techniques of the related art, a large projecting girder that bears the dead load and live load of the upper living room increases the amount of deflection in proportion to the increase in the loading load at each construction stage, As a result, a large amount of deformation will be generated at the tip of the projecting girder, a) steel frame erection accuracy cannot be ensured, b) floor slab concrete cannot be placed horizontally, and c) exterior panel mounting position will be deformed for mounting. It does not work well, d) Cracks occur at the tip of the protruding part of the floor slab, etc. It is not a content that solves major structural and construction obstacles. To solve this problem, the number of pulling mechanisms becomes large, management becomes complicated and difficult, and it takes a lot of labor and high cost is generated. In addition, a large area around the tension mechanism where exterior work, finishing work, and exterior work cannot be undertaken, which hinders the work, these points are the problems to be solved by the present invention. ..
【０００７】[0007]
【課題を解決するための手段】上述した従来技術の課題
を解決するための手段として、この発明に係る長大なは
ね出し大梁をもつ鉄骨造建物の施工法は、図面に実施例
を示したとおり、長大なはね出し大梁１を施工する際、
このはね出し大梁１に負荷される上部構造部分２の積載
荷重により発生するたわみ量相当の上向きのむくりをつ
けた組み立てを行ない、その組み立てを完成した後に、
前記はね出し大梁１から鉛直下向きに設置した鋼材１１
による引張機構３により引張力を作用させて前記はね出
し大梁１を略水平に変形させ、しかる後にはね出し大梁
１の上に上部構造部分２の構築を行うことを特徴とす
る。As a means for solving the above-mentioned problems of the prior art, the construction method of a steel-framed building having a long projecting beam according to the present invention is shown in the drawings as an embodiment. As you can see, when constructing the long beam girder 1,
After assembling with upward flipping corresponding to the amount of deflection generated by the load of the upper structural portion 2 loaded on the projecting girder 1 and completing the assembly,
Steel material 11 installed vertically downward from the projecting beam 1
A tensile force is applied by the pulling mechanism 3 to deform the projecting girder 1 substantially horizontally, and thereafter, the upper structural portion 2 is constructed on the projecting girder 1.
【０００８】本発明の施工法は、引張機構３によるはね
出し大梁１の変形処理を、はね出し大梁１のむくり量を
当初より±０にまで変形させ、しかる後に上部構造部分
２の構築を行うフルテンション工法（図１、図２）と、
及び、引張機構３によるはね出し大梁１の変形処理を、
第１段階では上部鉄骨２ｂの建方に支障をきたさない程
度のむくり量は残存させ、上部鉄骨２ｂの建方等を進
め、上部鉄骨２ｂの積載荷重がある程度増加した段階で
再度引張力を働かせてむくり量を±０にまで変形させ、
その後に上部構造部分２の構築を完成する再テンション
工法、もそれぞれ特徴とする。According to the construction method of the present invention, the deformation process of the projecting girder 1 by the tensioning mechanism 3 is carried out by deforming the stripping amount of the projecting girder 1 to ± 0 from the beginning, and then the superstructure portion 2 is deformed. Full-tension method of construction (Fig. 1, Fig. 2),
Also, the deformation process of the beam girder 1 by the tension mechanism 3
In the first stage, the amount of peeling that does not hinder the erection of the upper steel frame 2b is left, the erection of the upper steel frame 2b is advanced, and the tensile force is applied again when the load of the upper steel frame 2b increases to some extent. Work it to transform the peeling amount to ± 0,
A re-tensioning method for completing the construction of the upper structure portion 2 thereafter is also featured.
【０００９】[0009]
【作用】引張機構３によって上向きのむくりを略水平に
変形されたはね出し大梁１の上に上部構造２の構築が進
み、その積載荷重が増加するのと反比例的に、引張歪み
の小さい鋼材１１による引張機構３の導入引張力は漸減
的に差し引かれてゆく。最終的には上部構造部分２の完
成時点で引張機構３は撤去する。The tensile strain is small in inverse proportion to the construction of the superstructure 2 on the projecting girder 1 whose upward turning is deformed substantially horizontally by the tensioning mechanism 3 and the loading load thereof increases. The tensile force introduced by the steel material 11 into the tension mechanism 3 is gradually subtracted. Finally, when the upper structure portion 2 is completed, the tension mechanism 3 is removed.
【００１０】引張機構３は、はね出し大梁１の先端部に
１ケ所設置すれば足りる。通常一つのはね出し大梁１に
一つの引張機構３で足りるため、管理が単純で容易であ
り、しかもその周辺の外装工事、仕上工事、外構工事に
ほとんど支障を与えない。The tensioning mechanism 3 need only be installed at one location at the tip of the projecting girder 1. Usually, one pulling girder 1 is sufficient for one pulling girder 1, so that the management is simple and easy, and there is almost no hindrance to the exterior work, finishing work, and exterior work in the vicinity thereof.
【００１１】[0011]
【実施例】次に、図示した本発明の実施例を説明する。
図１は地下構造部分４を構築した後、コア部鉄骨６を地
上１３０ｍの最上部まで建方を行ない、このコア部鉄骨
６の地上４５ｍぐらいの高さ位置に水平方向に約２０ｍ
のはね出し部分Ｌをもつ長大なはね出し大梁１（約１０
ｍのせいをもつスーパートラス）を組み立て、このはね
出し大梁１の先端部と地面レベルとの間に鉛直下向きの
引張機構３を１ケ所（又は複数ケ所でも可）設置した段
階を示している。図中５は前記コア部鉄骨６の建方及び
はね出し大梁１の組み立てに使用されるタワークレーン
を示している。前記はね出し大梁１の組み立てに際し
て、その上に組み立てられる上部構造部分２（図２参
照）の地上８階から２１階までの最終的な積載荷重（デ
ッドロード、ライブロード）により発生するたわみ量相
当（試算によれば、約５０mm）の上向きのむくりをつけ
た組み立てが行われる。前記上部構造部分２の組み立て
を完成した後に、引張機構３による引張力を導入して前
記はね出し大梁１を略水平に強制変形させる。EXAMPLE An example of the present invention shown in the drawings will be described below.
Fig. 1 shows that after constructing the underground structure part 4, the core steel frame 6 is erected to the top of 130 m above the ground, and about 20 m horizontally at a height of about 45 m above the core steel frame 6.
A large protruding girder 1 (about 10
It shows the stage of assembling a super truss having a height of m) and installing one vertically downward pulling mechanism 3 (or a plurality of locations possible) between the tip of the projecting girder 1 and the ground level. .. Reference numeral 5 in the drawing denotes a tower crane used for erection of the core steel frame 6 and assembly of the projecting girder 1. Deflection amount due to final load (dead load, live load) from the 8th floor to the 21st floor above ground of the superstructure part 2 (see FIG. 2) assembled on the projecting beam 11 when it is assembled. A considerable amount (according to trial calculation, about 50 mm) is assembled with an upward flip. After the assembly of the upper structure portion 2 is completed, a pulling force by the pulling mechanism 3 is introduced to forcibly deform the projecting girder 1 substantially horizontally.
【００１２】引張機構３によるはね出し大梁１の変形処
理は、フルテンション工法と再テンション工法とに大別
される。図１と図２はフルテンション工法の実施例を示
したもので、引張機構３ではね出し大梁１の前記むくり
量を当初から±０にまで強制変形させ、直ちにはね出し
大梁１の上に上部構造部分２の鉄骨建方、床スラブコン
クリートの打設、外装工事などを実施してゆくやり方で
ある。図２は上部構造部分２の構築が高層部分にまで進
んだ段階を示している。The deformation process of the projecting girder 1 by the tension mechanism 3 is roughly classified into a full tension method and a re-tension method. 1 and 2 show an embodiment of the full-tension construction method, in which the tension mechanism 3 forcibly deforms the peeling girder 1 from the beginning to ± 0, and immediately lifts it up. It is a method of constructing the steel frame of the upper structure part 2, placing floor slab concrete, and exterior work. FIG. 2 shows a stage where the construction of the superstructure part 2 has advanced to the high-rise part.
【００１３】なお、図３Ａ、Ｂは引張り歪の小さい鋼材
１１による引張機構３の構造詳細を示している。はね出
し大梁１の先端部の下面に取り付けた連結片１０に、例
えば４２８×４０７mm（ウエブの肉厚２０mm、フランジ
肉厚３０mm）ぐらいの大きなＨ形鋼１１の上端部がハイ
テンションボルト１２で結合されている。前記Ｈ形鋼１
１の下端部の両側に横架台１３が突設され、該横架台１
３の上に例えば能力３００トン級のセンターホールジャ
ッキ（油圧ジャッキ）１４が２台、左右対称的な配置で
設置されている。前記センターホールジャッキ１４のテ
ンションロッド１５は、地下構造部分４（又は地中アン
カーなど）にアンカーされたＨ形鋼１６の上端部の両側
に突設された横架台１７に通し、下方からナット１８が
締結されている。従って、２台のセンターホールジャッ
キ１４を伸長駆動することによって、最大７００トンの
引張力をはね出し大梁１へ作用させることができる。し
かし、このときのＨ形鋼１１の引張り歪は微小なもので
ある。3A and 3B show the structural details of the tension mechanism 3 made of the steel material 11 having a small tensile strain. On the connecting piece 10 attached to the lower surface of the tip of the projecting girder 1, for example, a high tension bolt 12 is attached to the upper end of a large H-shaped steel 11 having a size of about 428 x 407 mm (web thickness 20 mm, flange thickness 30 mm). Are combined. The H-section steel 1
A horizontal pedestal 13 is provided on both sides of the lower end of the horizontal pedestal 1.
Two center hole jacks (hydraulic jacks) 14 having a capacity of 300 tons, for example, are installed on the upper part 3 in a symmetrical arrangement. The tension rods 15 of the center hole jacks 14 are passed through horizontal pedestals 17 projecting on both sides of the upper end of the H-section steel 16 anchored to the underground structure portion 4 (or underground anchor, etc.), and nuts 18 are attached from below. Has been concluded. Therefore, by driving the two center hole jacks 14 to extend, a maximum pulling force of 700 tons can be applied to the projecting girder 1. However, the tensile strain of the H-section steel 11 at this time is very small.
【００１４】次に、図４と図５は、再テンション工法に
よる実施例を示している。図４は、コア構造部分２ａの
構築は最上層まで進められている。そして、引張機構３
によるはね出し大梁１の変形処理は、その第一段階とし
て、むくり量を＋１０mmぐらいにまで戻す変形（導入引
張力５００トン）をさせた段階を示している。次に、図
５は、はね出し大梁１の上に４階分の上部鉄骨構造部分
２ｂの構築を進めた段階（但し、スラブコンクリートの
打設、外装工事は行なわない。）であり、引張機構３に
よる再引張力の導入を行ない、むくり量が±０mmとなる
まではね出し大梁１を変形させた状態を示している。こ
うして、むくり量が±０mmになった後に、スラブコンク
リートの打設、外装工事に着手する。前記のようにはね
出し大梁１の上に４階分相当の上部構造部分２ｂが構築
されると、はね出し大梁１のむくり量は、上部構造部分
２ｂの積載荷重によって＋４mm程度に減少する。従っ
て、再度５００トンの引張力を導入することにより、は
ね出し大梁１のむくり量は±０mmにまで変形させること
ができる。要するに、上述したフルテンション工法のよ
うに、当初からはね出し大梁１のむくり量が±０になる
まで強制変形させる場合に比べて、再テンション工法の
場合は引張機構３の導入引張力を２０〜４０％軽減でき
る。その結果、引張機構３の反力基礎、油圧ジャッキ、
Ｈ形鋼の能力を格下げでき、コストダウンを図れるので
ある。Next, FIGS. 4 and 5 show an embodiment of the re-tensioning method. In FIG. 4, the construction of the core structure portion 2a is advanced to the uppermost layer. And the tension mechanism 3
The deforming process of the projecting girder 1 by means of the first step is a step of deforming the pulling amount to return to about +10 mm (introducing tensile force of 500 tons). Next, FIG. 5 shows a stage in which the upper steel structure portion 2b for the fourth floor has been constructed on the projecting girder 1 (however, the slab concrete is not cast and the exterior work is not performed). The state in which the re-pulling force is introduced by the mechanism 3 and the protruding girder 1 is deformed until the peeling amount becomes ± 0 mm is shown. In this way, after the stripping amount reaches ± 0 mm, the slab concrete pouring and exterior work are started. When the upper structural portion 2b corresponding to four floors is constructed on the projecting girder 1 as described above, the stripping amount of the projecting girder 1 is reduced to about +4 mm due to the load of the upper structural part 2b. To do. Therefore, by introducing a tensile force of 500 tons again, the peeling amount of the beam girder 1 can be deformed to ± 0 mm. In short, compared with the case of forcibly deforming the overhanging girder 1 from the beginning until the amount of stripping of the overhanging girder 1 is ± 0 as in the full-tension method described above, in the re-tension method, the introduction tensile force of the tension mechanism 3 is increased. It can be reduced by 20-40%. As a result, the reaction force foundation of the tension mechanism 3, the hydraulic jack,
The ability of H-section steel can be downgraded and the cost can be reduced.
【００１５】[0015]
【本発明が奏する効果】本発明に係る長大なはね出し大
梁をもつ鉄骨造建物の施工法によれば、上階居室、事務
所などのデッドロード、ライブロードを負担する長大な
はね出し大梁１をもつ鉄骨造建物を、簡単な管理で、し
かもローコストで構造上及び工事上の支障を生じさせる
ことなく施工できる。EFFECTS OF THE INVENTION According to the method of constructing a steel-framed building having a long beam of large beams according to the present invention, a large beam of dead load such as a living room or an office on the upper floor and a live load can be obtained. It is possible to construct a steel-framed building having the girder 1 with simple management and at low cost without causing any structural or construction obstacle.
【図１】はね出し大梁に引張機構でフルテンションの変
形を生じさせた段階の施工図である。FIG. 1 is a construction drawing of a stage in which full-tension deformation is generated in a projecting beam by a tensioning mechanism.
【図２】上部構造部分の構築を進めた施工図である。FIG. 2 is a construction drawing in which construction of an upper structure portion is advanced.
【図３】Ａ，Ｂは引張機構の正面図と側面図である。3A and 3B are a front view and a side view of a tensioning mechanism.
【図４】再テンション工法によりはね出し大梁にむくり
を戻す変形を与えた施工図である。[Fig. 4] Fig. 4 is a construction drawing in which a re-tensioning method is used to deform the projecting girder so that it is turned back.
【図５】再テンション工法により再引張力を導入した段
階の施工図である。FIG. 5 is a construction drawing at a stage where a re-tensioning force is introduced by a re-tensioning method.
１ はね出し大梁 ２ 上部構造部分 ３ 引張機構 1 Bounce girder 2 Superstructure 3 Tension mechanism
───────────────────────────────────────────────────── フロントページの続き (72)発明者 佐藤 敏之 東京都中央区銀座八丁目21番１号 株式会 社竹中工務店東京本店内 ─────────────────────────────────────────────────── ─── Continuation of the front page (72) Inventor Toshiyuki Sato 8-21-1, Ginza, Chuo-ku, Tokyo Stock company Takenaka Corporation Tokyo head office
Claims (3)
ね出し大梁に負荷される上部構造部分の積載荷重により
発生するたわみ量相当の上向きのむくりをつけた組み立
てを行ない、その組み立てを完成した後に、前記はね出
し大梁から鉛直下向きに設置した鋼材による引張機構に
より引張力を作用させて前記はね出し大梁を略水平に変
形させ、しかる後にはね出し大梁の上に上部構造部分の
構築を行うことを特徴とする、長大なはね出し大梁をも
つ鉄骨造建物の施工法。1. When constructing a long projecting girder, assembling is performed with upward flipping corresponding to the amount of deflection generated by the load of the upper structural part loaded on the projecting girder. After the assembly is completed, a tensile force is applied by a tensile mechanism made of steel material installed vertically downward from the projecting girder to deform the projecting girder substantially horizontally, and then the upper part of the projecting girder is placed above. A construction method for a steel-framed building with a long beam of large beams, characterized by constructing structural parts.
は、はね出し大梁のむくり量を±０にまで変形させ、そ
の後に上部構造部分の構築を行うことを特徴とする、請
求項１記載の長大なはね出し大梁をもつ鉄骨造建物の施
工法。2. The deformation process of the projecting girder by a tensioning mechanism is characterized in that the amount of stripping of the projecting girder is deformed to ± 0, and then the superstructure part is constructed. The construction method for a steel-framed building with a long beam of large beams described in 1.
は、第１段階では上部鉄骨の建方に支障をきたさない程
度のむくり量を残存させ、上部鉄骨の建方等を進め、上
部鉄骨の積載荷重がある程度増加した段階で再度引張力
を働かせてむくり量を±０にまで変形させ、その後に上
部構造部分の構築を完成することを特徴とする、請求項
１記載の長大なはね出し大梁をもつ鉄骨造建物の施工
法。3. The deforming process of the projecting girder by the tensioning mechanism, in the first stage, the amount of peeling that does not hinder the erection of the upper steel frame remains, and the erection of the upper steel frame is advanced. The long construction according to claim 1, characterized in that when the load of the steel frame is increased to some extent, the tensile force is exerted again to deform the peeling amount to ± 0, and then the construction of the upper structural portion is completed. Construction method of steel-framed building with large beams.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP04150505A JP3079334B2 (en) | 1992-06-10 | 1992-06-10 | Construction method of steel building with long projecting girders. |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP04150505A JP3079334B2 (en) | 1992-06-10 | 1992-06-10 | Construction method of steel building with long projecting girders. |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH05340002A true JPH05340002A (en) | 1993-12-21 |
| JP3079334B2 JP3079334B2 (en) | 2000-08-21 |
Family
ID=15498336
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP04150505A Expired - Lifetime JP3079334B2 (en) | 1992-06-10 | 1992-06-10 | Construction method of steel building with long projecting girders. |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3079334B2 (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011149193A (en) * | 2010-01-21 | 2011-08-04 | Takenaka Komuten Co Ltd | Method of installing base isolation device |
| CN105484361A (en) * | 2015-11-23 | 2016-04-13 | 太原理工大学 | Device and construction method for alternatively jacking hyperbolical closed type steel grid structure step by step |
| JP2017214791A (en) * | 2016-06-01 | 2017-12-07 | 株式会社竹中工務店 | Building construction method |
-
1992
- 1992-06-10 JP JP04150505A patent/JP3079334B2/en not_active Expired - Lifetime
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011149193A (en) * | 2010-01-21 | 2011-08-04 | Takenaka Komuten Co Ltd | Method of installing base isolation device |
| CN105484361A (en) * | 2015-11-23 | 2016-04-13 | 太原理工大学 | Device and construction method for alternatively jacking hyperbolical closed type steel grid structure step by step |
| JP2017214791A (en) * | 2016-06-01 | 2017-12-07 | 株式会社竹中工務店 | Building construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| JP3079334B2 (en) | 2000-08-21 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101787732B (en) | Cable-stayed multi-layer framework structure and construction control method thereof | |
| US12012745B2 (en) | System and apparatus for securing a floorplate to a structure | |
| JP2000352017A (en) | Bridge erection method | |
| CN113175089A (en) | Construction method of large-span heavy cantilever truss | |
| JPH05340002A (en) | Construction method for steel construction building with large outrigger girder | |
| JP3261255B2 (en) | Shell roof lift-up method | |
| JPS63147032A (en) | Construction having tensile string beam floor structure | |
| US3292313A (en) | Tensile system of building construction | |
| JP2934668B2 (en) | Beam structure | |
| JP2974025B1 (en) | Construction method of large span large beam upper frame | |
| JP2916585B2 (en) | Construction method of building | |
| JP2916587B2 (en) | Construction method of building | |
| CN114800854B (en) | Self-holding load tensioning system for double-row tensioning steel beam | |
| JP2584418B2 (en) | Overhang construction method and stress improvement device for synthetic cable-stayed bridge | |
| US4442640A (en) | Method of converting a roof frame and frame elements for performing this method | |
| RU2188915C1 (en) | Method of installation of prestressed strutted frame | |
| JPH04161565A (en) | Construction of large space building | |
| CN116988573A (en) | Tensioning construction method of L-shaped mixed frame type stay cable structure system | |
| JP3124152B2 (en) | Collapse prevention frame | |
| CN112696020A (en) | Building machine platform structure with inner climbing point | |
| JP2878949B2 (en) | Construction method of a large-scale structure consisting of a circle or polygon | |
| JPH04153458A (en) | Deflection controlling construction for beam, and deflection controlling method | |
| CN117569460A (en) | Reverse construction method for steel truss and concrete suspension column structure | |
| JPH1181679A (en) | Construction for building | |
| JPH02120435A (en) | Construction method for skeleton in steel framed buiding |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| FPAY | Renewal fee payment (prs date is renewal date of database) |
Year of fee payment: 8 Free format text: PAYMENT UNTIL: 20080623 |
|
| FPAY | Renewal fee payment (prs date is renewal date of database) |
Year of fee payment: 8 Free format text: PAYMENT UNTIL: 20080623 |
|
| FPAY | Renewal fee payment (prs date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20090623 Year of fee payment: 9 |
|
| FPAY | Renewal fee payment (prs date is renewal date of database) |
Year of fee payment: 10 Free format text: PAYMENT UNTIL: 20100623 |